JP2001081720A - Connection structure of concrete floor slab to steel web in composite box-girder - Google Patents

Connection structure of concrete floor slab to steel web in composite box-girder

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Publication number
JP2001081720A
JP2001081720A JP25846899A JP25846899A JP2001081720A JP 2001081720 A JP2001081720 A JP 2001081720A JP 25846899 A JP25846899 A JP 25846899A JP 25846899 A JP25846899 A JP 25846899A JP 2001081720 A JP2001081720 A JP 2001081720A
Authority
JP
Japan
Prior art keywords
steel web
concrete
slab
web
joint
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
JP25846899A
Other languages
Japanese (ja)
Other versions
JP3623899B2 (en
Inventor
Masayuki Okimoto
真之 沖本
Original Assignee
Nippon Steel Corp
新日本製鐵株式会社
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Nippon Steel Corp, 新日本製鐵株式会社 filed Critical Nippon Steel Corp
Priority to JP25846899A priority Critical patent/JP3623899B2/en
Publication of JP2001081720A publication Critical patent/JP2001081720A/en
Application granted granted Critical
Publication of JP3623899B2 publication Critical patent/JP3623899B2/en
Anticipated expiration legal-status Critical
Expired - Fee Related legal-status Critical Current

Links

Abstract

PROBLEM TO BE SOLVED: To simplify constitution, reduce cost, and sufficiently impart a girder- axial prestress to a concrete slab, and further, increase stability of the connecting strength of the concrete floor slab and the corrugated steel plate web. SOLUTION: This introduced prestress type composite box-girder is constituted of upper and lower parallel concrete floor slabs 1, 2 and corrugated steel plate webs 3, 3 of both sides. In this case, many connection members 5, (50) are protrusively provided to the lateral direction to the inside face or the outside face of the upper and lower sides 3a, 3b of respective steel plate webs 3. The upper and lower concrete floor slabs 1, 2 are conected to each other through the connection members 5 (50) to the inside face or the outside face of the upper and lower side parts 3a, 3b in the respective steel plate webs 3.

Description

【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION
【0001】[0001]
【発明の属する技術分野】この発明は、複合箱桁におけ
るコンクリート床版と鋼製ウエブの接合構造に関する。
本発明の接合構造が採用される複合箱桁は、上下並行な
コンクリート床版と両側の波形鋼製ウエブとで形成され
ているので、全体がコンクリートで製作されているプレ
ストレスコンクリート箱桁よりも軽量に製作でき、ま
た、波形鋼板の特性である長さ方向(桁軸方向)の低剛
性を生かすことによってコンクリート床版に対するプレ
ストレスの導入においては利便性があるなどの理由によ
り、橋桁として利用されていることは周知のところであ
る。このような複合箱桁は、土木分野の他、建築分野や
機械分野等において比較的長尺の大型構造物として使用
するに好適している。
The present invention relates to a joint structure between a concrete slab and a steel web in a composite box girder.
Since the composite box girder adopting the joint structure of the present invention is formed of a vertical concrete slab and corrugated steel webs on both sides, the composite box girder is more compact than a prestressed concrete box girder made entirely of concrete. It can be used as a bridge girder because it can be made lightweight, and because of its low rigidity in the length direction (girder axis direction), which is a characteristic of corrugated steel sheets, it is convenient to introduce prestress into concrete slabs. This is well known. Such a composite box girder is suitable for use as a relatively long large structure in the field of construction, the field of machinery, and the like, in addition to the field of civil engineering.
【0002】[0002]
【従来の技術】この種の複合箱桁における従来のコンク
リート床版(コンクリートスラブ)と鋼製ウエブの接合
構造としては、例えば従来例1として、特開平7−18
9425号公報等に示されたものを挙げることができ
る。この接合構造は図20に示すように、両側の波形鋼
製ウエブ12の上端面の桁軸方向にフランジプレート1
3を溶接すると共に、各フランジプレート13の外向き
上面に多数の頭付きスタッド14を溶接し、更に、前記
フランジプレート13及びスタッド部分にコンクリート
床版15を接続させるようにして打設して成る。前記の
頭付きスタッド14はコンクリート床版15に埋設さ
れ、また、フランジプレート13はコンクリート床版1
5の受け板として作用することになって、両側の波形鋼
製ウエブ12とコンクリート床版15との接合が達成さ
れる。
2. Description of the Related Art A conventional joint structure between a concrete slab (concrete slab) and a steel web in a composite box girder of this type is disclosed, for example, in Japanese Patent Laid-Open No. 7-18 / 1989.
No. 9425 and the like. As shown in FIG. 20, this joint structure has a flange plate 1 in the girder axial direction of the upper end surface of the corrugated steel web 12 on both sides.
3 are welded, a number of studs 14 with heads are welded to the outwardly facing upper surface of each flange plate 13, and a concrete floor slab 15 is cast to connect the flange plate 13 and the stud portion. . The headed stud 14 is buried in the concrete slab 15 and the flange plate 13 is
5, the joint between the corrugated steel web 12 and the concrete floor slab 15 on both sides is achieved.
【0003】しかし、従来例1の接合構造においては、
いくつかの問題点がある。すなわち、一つには、波形鋼
製ウエブ12の上端面にフランジプレート13を溶接す
るに際し、それらの接触部において波形をなす隅肉溶接
を要するところから、溶接の自動化が困難であってコス
ト高となることである。他の一つは、複合箱桁合の桁軸
方向にケーブルでプレストレスを導入する時、波形鋼製
ウエブ12の特性である低剛性がフランジプレート13
による抵抗により阻害され、コンクリート床版15に対
する十分にして好ましい状態でのプレストレスの導入が
難しくなることである。更に別の一つには、下段のコン
クリート床版の打設時にその上面と下部フランジの下面
との間の接触部にブリージング水が溜まりやすく、その
部分に空洞ができることになって、コンクリート床版と
下部フランジとの接合について不具合を生じることであ
る。
However, in the joining structure of the conventional example 1,
There are several issues. That is, for example, when welding the flange plate 13 to the upper end surface of the corrugated steel web 12, it is necessary to form a corrugated fillet at the contact portions thereof, so that it is difficult to automate the welding and the cost increases. It is to become. The other is that when prestress is introduced with a cable in the direction of the girder of the composite box girder, the low rigidity characteristic of the corrugated steel web 12 is reduced by the flange plate 13.
And it is difficult to introduce a prestress into the concrete floor slab 15 in a sufficient and preferable state. Still another is that when the lower concrete slab is cast, breathing water tends to accumulate in the contact portion between the upper surface and the lower surface of the lower flange, and a cavity is formed in that portion. This causes a problem in joining the lower flange and the lower flange.
【0004】また、従来例2として図21に示す例があ
る。この従来例2では、両側の波形鋼製ウエブ12の上
端面の桁軸方向に接合棒鋼16を溶接すると共に、両側
の波形鋼製ウエブ12の上端部に多数の孔17を穿設
し、それらの孔17に横方向の鉄筋18を挿通させて両
ウエブ間に掛け渡し、前記の縦横の鉄筋及びウエブの上
辺部分にコンクリートを打設してコンクリート床版を形
成させたものを挙げることができる。
FIG. 21 shows a second conventional example. In the second conventional example, the joining steel bars 16 are welded in the girder axis direction on the upper end surfaces of the corrugated steel webs 12 on both sides, and a large number of holes 17 are formed in the upper end portions of the corrugated steel webs 12 on both sides. The horizontal reinforcing bar 18 is inserted into the hole 17 of the above, and the reinforcing bar is bridged between the two webs, and concrete is poured into the upper and lower portions of the vertical and horizontal reinforcing bars and the web to form a concrete floor slab. .
【0005】しかし、従来例2の接合構造によれば、全
体としての構成が複雑となるばかりか、波形鋼製ウエブ
12の上端辺部がコンクリート床版に対し差し込まれた
状態となっているので、長期の使用においては、ウエブ
の差込み部分を通じてコンクリート床版内に雨水が浸入
し、ウエブの差込み部分自体や前記の接合用鉄筋を腐食
させることとなって、コンクリート床版と波形鋼製ウエ
ブとの接合強度を低下させることになるなどの問題点を
有している。
However, according to the joining structure of the conventional example 2, not only is the overall structure complicated, but also the upper end side of the corrugated steel web 12 is inserted into the concrete floor slab. However, in long-term use, rainwater infiltrates into the concrete floor slab through the web insertion part, and corrodes the web insertion part itself and the above-mentioned joint reinforcing steel. However, there is a problem that the joining strength is lowered.
【0006】[0006]
【発明が解決しようとする課題】この発明に係る複合箱
桁におけるコンクリート床版と鋼製ウエブの接合構造
は、前述の問題点を悉く解決するために提案されたもの
である。すなわち、本発明においては、鋼製ウエブ、特
に波形鋼製ウエブの上下端面に溶接されるフランジや波
形鋼製ウエブがコンクリート床版にさし込まれ他状態を
排することにより、構成を簡単にして接合構造のコスト
ダウンを図ると共に、波形鋼製ウエブの長さ方向(桁軸
方向)の低剛性が阻害されることをなくし、複合箱桁、
すなわちコンクリート床版に対する桁軸方向のプレスト
レスの導入において十分なプレストレス量が得られるよ
うにすることを目的とする。
SUMMARY OF THE INVENTION A joint structure between a concrete slab and a steel web in a composite box girder according to the present invention has been proposed in order to solve all the above-mentioned problems. That is, in the present invention, a steel web, particularly a flange or a corrugated steel web welded to the upper and lower end surfaces of the corrugated steel web, is inserted into the concrete floor slab, and the other state is eliminated, thereby simplifying the configuration. In addition to reducing the cost of the joint structure, the low rigidity of the corrugated steel web in the length direction (girder axis direction) is not hindered.
That is, it is an object of the present invention to obtain a sufficient amount of prestress when introducing prestress in the girder axis direction to the concrete slab.
【0007】また、コンクリート打設時のブリージング
水による空洞の発生をなくしてコンクリートの充填にお
ける信頼性を向上させるようにし、更には、コンクリー
ト床版と波形鋼製ウエブとの差し込み部の腐食を排すこ
とにより、接合強度の安定性が十分に高められるように
することを目的としている。
Further, the reliability of concrete filling is improved by eliminating the occurrence of cavities due to breathing water at the time of placing concrete, and furthermore, the corrosion of the inserted portion between the concrete slab and the corrugated steel web is eliminated. By doing so, it is intended to ensure that the stability of the bonding strength is sufficiently enhanced.
【0008】[0008]
【課題を解決するための手段】上記の目的を達成するた
め、この発明に係る請求項1の複合箱桁におけるコンク
リート床版と鋼製ウエブの接合構造は、上下並行なコン
クリート床版と両側の鋼製ウエブとから成るプレストレ
ス導入方式の複合箱桁において、各鋼製ウエブの上下辺
部の内側面又は外側面に横方向に向け多数の連結部材を
突設し、上下のコンクリート床版は両側の鋼製ウエブの
上下辺部の内側面又は外側面に対し前記連結部材を介し
て接合したことを特徴とする。また、請求項2の発明
は、請求項1記載の接合構造において、鋼製ウエブを波
形鋼板で構成したことを特徴とする。また、請求項3の
発明は、請求項1、2記載の接合構造において、鋼製ウ
エブに突設する連結部材を棒体とし、それらをコンクリ
ート床版に埋設することにより、コンクリート床版と鋼
製ウエブとを接合したことを特徴とする。更に、請求項
4の発明は、請求項1、2記載の接合構造において、鋼
製ウエブに突設する連結部材を板体とし、それらをコン
クリート床版に埋設することにより、コンクリート床版
と鋼製ウエブとを接合したことを特徴とする。
In order to achieve the above object, a joint structure between a concrete slab and a steel web in a composite box girder according to the present invention according to the first aspect of the present invention comprises a vertically parallel concrete slab and both sides. In a composite box girder of a prestress introduction type consisting of steel webs, a number of connecting members are projected laterally on the inner side or outer side of the upper and lower sides of each steel web, and the upper and lower concrete floor slabs are The steel webs on both sides are joined to the inner surface or the outer surface of the upper and lower sides via the connecting member. According to a second aspect of the present invention, in the joining structure of the first aspect, the steel web is formed of a corrugated steel sheet. According to a third aspect of the present invention, in the joining structure according to the first or second aspect, the connecting members protruding from the steel web are formed as rods, and they are buried in the concrete slab. It is characterized in that it is bonded to a web. Furthermore, the invention according to claim 4 is the joint structure according to claims 1 and 2, wherein the connecting members projecting from the steel web are plate bodies, and these are buried in the concrete slab, whereby the concrete slab and the steel slab are buried. It is characterized in that it is bonded to a web.
【0009】更にまた、請求項5の発明は、請求項3記
載の接合構造において、鋼製ウエブに突設する連結部材
を板体とし、それらの板体を波形鋼製ウエブの取付側面
に、該波形鋼製ウエブの谷部における稜に対し傾斜させ
るようにして設けたことを特徴とする。加えて、請求項
6の発明は、請求項1乃至5記載の接合構造において、
連結部材を孔開き板体としたことを特徴とする。
Further, according to a fifth aspect of the present invention, in the joining structure according to the third aspect, the connecting members projecting from the steel web are plate bodies, and these plate bodies are attached to the mounting side surface of the corrugated steel web. The corrugated steel web is provided so as to be inclined with respect to a ridge at a valley. In addition, the invention according to claim 6 is the joint structure according to claims 1 to 5,
The connection member is a perforated plate.
【0010】また、請求項7の発明は、請求項2記載の
接合構造において、波形鋼製ウエブの谷部に連結部材と
しての板体を突設し、少なくもそれらの板体の上面又は
下面と鋼製ウエブの谷部とが形成する嵌込み凹部に上段
又は下段のコンクリート床版の一部と一体的に嵌め込む
ことにより、コンクリート床版と鋼製ウエブとを接合し
たことを特徴とする。
According to a seventh aspect of the present invention, in the joining structure according to the second aspect, a plate as a connecting member protrudes from a valley of the corrugated steel web, and at least an upper or lower surface of the plate. The concrete floor slab and the steel web are joined by being fitted integrally with a part of the upper or lower concrete slab into the fitting recess formed by the valley portion of the steel web and the steel web. .
【0011】[0011]
【発明の実施の形態】以下、この発明の接合構造を、図
面に示す6例の実施形態に基づいて詳述する。図1及び
図2はこの発明の第1実施形態を、図3及び図4は第2
実施形態を、図5及び図6は第3実施形態を、図7は第
4実施形態を、図8は第5実施形態を、図13及び図1
4は第6実施形態をそれぞれ示している。第2実施形態
〜第6実施形態において、第1実施形態と同一の符号で
示す部材ないし部位はそれぞれ相互にほぼ等効な作用を
呈するので、それらについては記述の重複を避け、主と
して第1実施形態の接合構造を代表させて説明する。
DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS The joining structure of the present invention will be described below in detail based on six embodiments shown in the drawings. 1 and 2 show a first embodiment of the present invention, and FIGS. 3 and 4 show a second embodiment.
5 and 6 show the third embodiment, FIG. 7 shows the fourth embodiment, FIG. 8 shows the fifth embodiment, and FIGS.
Reference numeral 4 denotes a sixth embodiment. In the second embodiment to the sixth embodiment, members or portions denoted by the same reference numerals as those in the first embodiment have substantially the same effect as each other. A description will be given with a representative example of the joint structure.
【0012】橋桁等として採用されるプレストレス方式
の複合箱桁は、周知の通り、上下並行な鉄筋コンクリー
ト製のコンクリート床版1,2と両側の波形鋼製ウエブ
3,3とで中空に形成されるものであって、上下段のコ
ンクリート床版1,2(コンクリートスラブ)には、そ
れらコンクリート床版1,2の桁軸方向に埋設させた内
ケーブル又は内棒鋼(図示しない)及び箱桁の中空部4
を桁軸方向に挿通させた外ケーブル又は外棒鋼(図示し
ない)等により、プレストレスが導入付加される。
As is well known, a prestressed composite box girder used as a bridge girder or the like is formed in a hollow shape by vertically reinforced concrete concrete slabs 1 and 2 and corrugated steel webs 3 and 3 on both sides. The concrete floor slabs 1 and 2 (concrete slabs) of the upper and lower tiers have inner cables or steel bars (not shown) and box girder embedded in the girder axis direction of the concrete slabs 1 and 2. Hollow part 4
A prestress is introduced and added by an outer cable or an outer steel bar (not shown) or the like, in which the outer cable is inserted in the girder axis direction.
【0013】なお、複合箱桁には、桁軸方向の端部に横
桁部が、また、桁軸方向の中間部に隔壁が設けられるの
が普通であるが、図面においてはそれらの記入は省略し
てある。
In general, a composite box girder is provided with a horizontal girder at an end in the girder axis direction and a partition wall at an intermediate portion in the girder axis direction. Omitted.
【0014】図1及び図2に示すこの発明の第1実施形
態においては、各波形鋼製ウエブ3の上下辺部3a,3
bにおける内側面に横方向に向け多数の鋼製の連結部材
5としての頭付きスタッド等の棒体が溶接等により突設
させてある。そして、前記の棒体5を上下のコンクリー
ト床版1,2の所定の部分に埋設させることにより、上
下のコンクリート床版1,2と両側の鋼製ウエブ3,3
の上下辺部3a,3bにおける内側面とを接合させ、複
合箱桁が構成される。前記複合箱桁において、両側の鋼
製ウエブ3は逆八の字状をなすように傾斜させて組み付
けてある。
In the first embodiment of the present invention shown in FIGS. 1 and 2, upper and lower sides 3a, 3a of each corrugated steel web 3 are shown.
A plurality of rods such as headed studs as steel connecting members 5 are protruded by welding or the like in the lateral direction on the inner surface in b. By embedding the rod 5 in a predetermined portion of the upper and lower concrete slabs 1 and 2, the upper and lower concrete slabs 1 and 2 and the steel webs 3 and 3 on both sides are buried.
Are joined to the inner surfaces of the upper and lower sides 3a, 3b to form a composite box girder. In the composite box girder, the steel webs 3 on both sides are assembled so as to be inclined so as to form an inverted figure of eight.
【0015】更に具体的には、上段のコンクリート床版
1には本体部分から下方に一体に突設した左右一対の接
合凸部1a,1bが設けてあって、各接合凸部1aの外
側面が各鋼製ウエブ3の上辺部3aの内側面に対し棒状
である連結部材5を介して離脱不能に接合され、また、
下段のコンクリート床版2における桁軸直角方向の各側
端面が各鋼製ウエブ3の下辺部3bの内側面に対し棒体
である連結部材5を介して離脱不能に複合されている。
More specifically, the upper concrete slab 1 is provided with a pair of left and right joining projections 1a, 1b integrally projecting downward from the main body, and the outer surface of each joining projection 1a. Are irremovably joined to the inner side surface of the upper side 3a of each steel web 3 via a rod-shaped connecting member 5.
Each side end surface of the lower concrete floor slab 2 in the direction perpendicular to the girder axis is combined with the inner side surface of the lower side 3b of each steel web 3 so as to be inseparable via a connecting member 5 which is a rod.
【0016】図1及び図2において、符号1b,1bは
上段のコンクリート床版1の両側辺を幅方向に張り出し
た張出し部、6はコンクリート床版1,2に埋設された
鉄筋である。
In FIGS. 1 and 2, reference numerals 1b and 1b denote projecting portions which protrude both sides of the upper concrete slab 1 in the width direction, and 6 denotes reinforcing bars embedded in the concrete slabs 1 and 2.
【0017】次に、図3及び図4の第2実施形態につい
て説明する。第2実施形態においては、多数の頭付きス
タッドのような棒体5は、いずれも各鋼製ウエブ3の上
下辺部3a,3bの外側面に溶接等により突設させてあ
る。そして、鋼製ウエブ3の上辺部3aは上段コンクリ
ート床版1の接合凸部1aの外側面に当接してあり、鋼
製ウエブ3の下辺部3bは下段コンクリート床版2の両
側辺部に一体に突設したハンチ部2a,2aのそれぞれ
の内側面に当接してある点が第1実施形態のものとは相
違している。
Next, a second embodiment shown in FIGS. 3 and 4 will be described. In the second embodiment, the rods 5 such as a large number of headed studs are all protruded from the outer surfaces of the upper and lower sides 3a, 3b of each steel web 3 by welding or the like. The upper side 3a of the steel web 3 is in contact with the outer surface of the joint projection 1a of the upper concrete floor slab 1, and the lower side 3b of the steel web 3 is integrally formed on both sides of the lower concrete floor slab 2. The second embodiment differs from the first embodiment in that the abutments 2a and 2a are in contact with the respective inner surfaces of the haunch portions 2a.
【0018】但し、コンクリート床版1,2と鋼製ウエ
ブ3,3との接合部において、鋼製ウエブ3の側面に突
設された連結部材としての棒体5の突出部分がコンクリ
ート床版1,2の所定の部位(1a,2a)に埋設さ
れ、その結合を強固なものとしていることは第1実施形
態と変わりはない。
However, at the joint between the concrete slabs 1 and 2 and the steel webs 3, 3, the projecting portion of the rod 5 as a connecting member projecting from the side surface of the steel web 3 is connected to the concrete slab 1. , 2 are buried in the predetermined portions (1a, 2a), and the connection thereof is strong, which is the same as in the first embodiment.
【0019】また、図5及び図6の第3実施形態の接合
構造においては、棒体5は各鋼製ウエブ3の上辺部3a
については、該ウエブ3の内側面に突設してあり、ま
た、各鋼製ウエブ3の下辺部3bのものについては該ウ
エブ3の外側面に突設してある。そして、鋼製ウエブ3
の上辺部3aは上段コンクリート床版1の接合凸部1a
の外側面に当接してあり、鋼製ウエブ3の下辺部3bは
下段コンクリート床版2のハンチ部2aの内角面に当接
してある点が第1実施形態のものとは相違している。
In the joint structure of the third embodiment shown in FIGS. 5 and 6, the rod 5 is formed on the upper side 3a of each steel web 3.
Are projected from the inner surface of the web 3, and those of the lower side 3b of each steel web 3 are projected from the outer surface of the web 3. And steel web 3
The upper side 3a is a joint convex portion 1a of the upper concrete floor slab 1.
Is different from that of the first embodiment in that the lower side 3b of the steel web 3 is in contact with the inner corner surface of the haunch 2a of the lower concrete floor slab 2.
【0020】但し、コンクリート床版1,2と鋼製ウエ
ブ3,3との接合部において、鋼製ウエブ3の側面に突
設された連結部材としての棒体5の突出部分がコンクリ
ート床版1,2の所定部位(1a,2a)に埋設され、
その結合を強固なものとしていることは第1実施形態と
変わりはない。
However, at the joint between the concrete slabs 1 and 2 and the steel webs 3, 3, the projecting portion of the rod 5 as a connecting member projecting from the side surface of the steel web 3 is connected to the concrete slab 1. , 2 are buried in predetermined portions (1a, 2a),
The fact that the connection is firm is the same as in the first embodiment.
【0021】図7に示す第4実施形態は、図1及び図2
の第1実施形態の変形例である。この例において、両側
の波形鋼製ウエブ3,3はいずれも鉛直をなすように組
み付けられ、また、下段コンクリート床版2にハンチ部
2a,2aが設けられている点を除けば、他の構成は第
1実施形態のものとほぼ同等である。
The fourth embodiment shown in FIG. 7 corresponds to FIGS.
This is a modification of the first embodiment. In this example, the corrugated steel webs 3, 3 on both sides are assembled so as to be vertical, and other configurations are provided except that the haunch portions 2a, 2a are provided on the lower concrete floor slab 2. Is almost the same as that of the first embodiment.
【0022】図8に示す第5実施形態は、図3及び図4
の第2実施形態の変形例であって、両側の波形鋼製ウエ
ブ3,3はいずれも鉛直をなすように組み付けられてい
る。他の構成は第2実施形態のものとほぼ同等である。
The fifth embodiment shown in FIG. 8 corresponds to FIGS.
In the modification of the second embodiment, the corrugated steel webs 3 on both sides are assembled so as to be vertical. Other configurations are almost the same as those of the second embodiment.
【0023】鋼製ウエブ3の上下辺部3a,3bにおけ
る内側面又は外側面に横方向に向け、溶接等で突設され
る多数の連結部材5としては、上述のような頭付きスタ
ッド(図9参照)その他の棒体、平板体、孔開き平板体
(図10及び図11参照)及び/又はアングル材を切断
したL字状の板片等の小部片を利用することができる。
The plurality of connecting members 5 projecting by welding or the like in the lateral direction on the inner side surface or the outer side surface of the upper and lower side portions 3a and 3b of the steel web 3 include a stud with a head as described above (see FIG. 9) Other rods, flat plates, perforated flat plates (see FIGS. 10 and 11), and / or small pieces such as L-shaped plate pieces obtained by cutting angle materials can be used.
【0024】前記の連結部材5が棒状であるものは、鋼
製ウエブ3の取付面に対し直角をなすようにして固設す
るのが普通であるが、突出軸線を傾斜させて固設するこ
ともできる。また、前記の連結部材5を板体としたもの
は、図10又は図11に示すように波形鋼製ウエブ3の
山部の稜3cに対し直角又は平行をなすようにして設け
ることもできるし、図12に示すように山部の稜3cに
対し傾斜させて設けることもできる。
When the connecting member 5 is rod-shaped, it is generally fixed at a right angle to the mounting surface of the steel web 3, but it is fixed at a slanted protruding axis. Can also. The connecting member 5 formed of a plate may be provided so as to be perpendicular or parallel to the ridge 3c of the peak of the corrugated steel web 3 as shown in FIG. 10 or FIG. As shown in FIG. 12, it may be provided to be inclined with respect to the ridge 3c of the mountain portion.
【0025】要するに、連結部材5は同じ形状の小部片
であっても、鋼製ウエブ3の取付面に対し取付けの向き
を変えたり孔を穿設するなどの工夫により、コンクリー
ト床版1,2に対する埋設において、固着具合(接合具
合)を強化することができる。
In short, even if the connecting member 5 is a small piece having the same shape, the concrete floor slab 1 and the concrete floor slab 1 can be formed by changing the mounting direction or drilling a hole with respect to the mounting surface of the steel web 3. In the embedding for 2, the fixing condition (joining condition) can be strengthened.
【0026】次に、図13及び図14に示すこの発明の
第6実施形態の接合構造を説明する。第1実施形態〜第
5実施形態における連結部材5はいずれも埋設タイプの
ものであるが、この実施形態の連結部材50はコンクリ
ート床版1,2に対し受け板としての作用を呈する。
Next, a joint structure according to a sixth embodiment of the present invention shown in FIGS. 13 and 14 will be described. Although the connecting members 5 in the first to fifth embodiments are all buried types, the connecting members 50 of this embodiment function as receiving plates for the concrete floor slabs 1 and 2.
【0027】第6実施形態においては、各波形鋼製ウエ
ブ3の上下辺部3a,3bにおける外側面又は内側面の
複数の谷部3dに対し、連結部材50としての例えば平
面が台形状をなす板体がそれぞれ横方向であってほぼ水
平をなすようにして固設(突設)してある。
In the sixth embodiment, the connecting member 50 has, for example, a trapezoidal shape with respect to the plurality of valleys 3d on the outer side surface or the inner side surface of the upper and lower sides 3a, 3b of each corrugated steel web 3. The plate members are fixed (projected) so as to be horizontal and substantially horizontal.
【0028】そして、少なくとも、それらの板体50の
上面又は下面と鋼製ウエブ3の谷部3dとが該鋼製ウエ
ブ3の上下辺部3a,3bにおいて形成する嵌込み凹部
7に、上段又は下段のコンクリート床版1,2の一部、
例えば、接合凸部1a又はハンチ部2aの一部分を該コ
ンクリート床版1,2の打設時に一体的に嵌め込むこと
により、上下のコンクリート床版1,2と両側の鋼製ウ
エブ3,3とを離脱不能にして強固に結合(接合)させ
たものである。
At least the upper or lower surface of the plate 50 and the valley 3d of the steel web 3 are inserted into the fitting recesses 7 formed at the upper and lower sides 3a, 3b of the steel web 3, and Part of the lower concrete floor slabs 1 and 2,
For example, the upper and lower concrete slabs 1 and 2 and the steel webs 3 and 3 on both sides can be connected by integrally fitting a part of the joint projection 1a or the haunch 2a when the concrete slabs 1 and 2 are cast. Are not detachable and are firmly bonded (joined).
【0029】なお図15〜図18は、第1実施形態の接
合構造についての施工工程の概略を例示したものであ
る。その工程を順を追って説明すると、以下の通りであ
る。 (1)第1工程(図15参照) 連結部材5を内側面に突設した両側の波形鋼製ウエブ
3,3をウエブ支保工8で支持させつつ下型枠9上に設
置し、下段コンクリート床版(スラブ)2の配筋6を行
う。 (2)第2工程(図16参照) 下段コンクリート床版2を打設し養生する。
FIGS. 15 to 18 illustrate the outline of the construction process for the joint structure of the first embodiment. The steps will be described in order as follows. (1) First step (see FIG. 15) The corrugated steel webs 3 and 3 on both sides of which the connecting member 5 protrudes from the inner surface are installed on the lower formwork 9 while being supported by the web supports 8, and the lower concrete Reinforcing 6 of the floor slab (slab) 2 is performed. (2) Second step (see FIG. 16) The lower concrete floor slab 2 is cast and cured.
【0030】(3)第3工程(図17参照) 上段コンクリート床版(スラブ)1用の上型枠11を型
枠支保工10で支持させつつ波形鋼製ウエブ3,3上に
設置し、上段コンクリート床版1の配筋6を行う。 (4)第4工程(図18参照) 上段コンクリート床版1を打設し養生する。これをもっ
て接合構造(複合箱桁の組立)が完成する。なお、上記
のウエブ支保工8、型枠支保工10、下型枠9及び上型
枠11は適宜解体、撤去することは言うまでもない。
(3) Third Step (See FIG. 17) The upper mold frame 11 for the upper concrete floor slab (slab) 1 is placed on the corrugated steel webs 3 and 3 while being supported by the form support 10. Reinforcement 6 of the upper concrete floor slab 1 is performed. (4) Fourth step (see FIG. 18) The upper concrete floor slab 1 is cast and cured. This completes the joining structure (assembly of the composite box girder). Needless to say, the web support 8, the form support 10, the lower form 9 and the upper form 11 are appropriately dismantled and removed.
【0031】また、図19及び図20は、第2実施形態
の接合構造についての施工工程における前半の手順の概
略を例示したものである。 (1)第1工程(図19参照) 下型枠9内に下段コンクリート床版(スラブ)2の配筋
6を行い、下段コンクリート床版2の本体部を打設し養
生する。次いで、連結部材5を内側面に突設した両側の
波形鋼製ウエブ3,3をウエブ支保工8で支持させつつ
前記下段コンクリート床版2の本体部上に設置する。 (2)第2工程(図20参照) 下段コンクリート床版2のハンチ部2aについてコンク
リートを打設し養生する。
FIGS. 19 and 20 illustrate the outline of the first half of the procedure in the construction process for the joint structure of the second embodiment. (1) First Step (See FIG. 19) The lower concrete floor slab (slab) 2 is laid out in the lower formwork 9, and the main body of the lower concrete slab 2 is cast and cured. Next, the corrugated steel webs 3, 3 on both sides of which the connecting member 5 protrudes from the inner surface are supported by the web support 8, and are installed on the main body of the lower concrete floor slab 2. (2) Second step (see FIG. 20) Concrete is poured into the haunch portion 2a of the lower concrete slab 2 and cured.
【0032】(3)第3工程以後の後半の手順に関して
は、上述した第1実施形態の施工工程における第3工程
(図17参照)及び、第4工程(図18参照)と同じで
あるから、その図示並びに説明は省略する。
(3) The latter half of the procedure after the third step is the same as the third step (see FIG. 17) and the fourth step (see FIG. 18) in the construction step of the first embodiment described above. And its illustration and description are omitted.
【0033】なお、実施条件が許せば、波形鋼板に代え
て平鋼板を用いて本発明を実施できる。
The present invention can be practiced using flat steel plates instead of corrugated steel plates, if the conditions of implementation permit.
【0034】[0034]
【発明の効果】以上に説明したこの発明の複合箱桁にお
けるコンクリート床版と鋼製ウエブの接合構造によれ
ば、従来の接合構造で採用されていた、波形鋼製ウエブ
の上下端に溶接されたスタッド突設用のフランジや接合
部に縦横に配された鉄筋は備えられておらず、上下のコ
ンクリート床版と両側の波形鋼製ウエブとの間を強固に
結合するための小部片から成る連結部材は、各鋼製ウエ
ブの上下辺部における内外側面に横向きに突設してあっ
て、コンクリート床版の接合部は連結部材が突設された
鋼製ウエブの上下辺部に当接させるようにしてあるの
で、次に示すような効果を奏する。
According to the joint structure of the concrete floor slab and the steel web in the composite box girder of the present invention described above, it is welded to the upper and lower ends of the corrugated steel web adopted in the conventional joint structure. There is no vertical or horizontal reinforcing bars at the flanges or joints for protruding studs, and small pieces to firmly connect the upper and lower concrete slabs and the corrugated steel webs on both sides The connecting members are laterally projected on the inner and outer surfaces of the upper and lower sides of each steel web, and the joints of the concrete slab contact the upper and lower sides of the steel web on which the connecting members are projected. Therefore, the following effects can be obtained.
【0035】 接合構造はその構成が簡単で、安価に
提供できる。 接合用のフランジや縦鉄筋を備えていないので、波
形鋼製ウエブの桁軸方向の低剛性が全く阻害されること
がなく、コンクリート床版に対するプレストレスの導入
において十分なプレストレスを付与できる。 コンクリート打設時にブリージング水による空洞の
発生がなく、床版コンクリートの充填において充填の信
頼性が向上する。 コンクリート床版と波形鋼製ウエブとの接合強度の
安定性を向上させることができる。
The joining structure has a simple structure and can be provided at a low cost. Since there is no joining flange or vertical reinforcing bar, the low rigidity of the corrugated steel web in the girder axis direction is not hindered at all, and a sufficient prestress can be applied in introducing prestress to the concrete slab. There is no generation of cavities due to breathing water at the time of placing concrete, and the filling reliability of the slab concrete is improved. The stability of the joining strength between the concrete slab and the corrugated steel web can be improved.
【図面の簡単な説明】[Brief description of the drawings]
【図1】この発明の第1実施形態の接合構造を実施した
複合箱桁を一部切除して示す概略部分斜視図。(なお、
図2以下の各図は図1同様いずれも概略的に示してあ
る。)
FIG. 1 is a schematic partial perspective view showing a composite box girder in which a joint structure according to a first embodiment of the present invention is implemented, with a part cut away. (Note that
Each of FIGS. 2 and subsequent figures is schematically shown similarly to FIG. )
【図2】(A)はその横断正面図、(B)は図2(A)
におけるIIB部の拡大図、(C)は図2(A)における
IIC部の拡大図、(D)は図2(C)のIID−IID線に
よる拡大部分断面図。
FIG. 2 (A) is a cross-sectional front view, and FIG. 2 (B) is FIG. 2 (A)
FIG. 2C is an enlarged view of the IIB part in FIG.
FIG. 2D is an enlarged partial cross-sectional view taken along line IID-IID of FIG. 2C.
【図3】この発明の第2実施形態の接合構造を実施した
複合箱桁を一部切除して示す部分斜視図。
FIG. 3 is a partial perspective view showing a composite box girder in which a joint structure according to a second embodiment of the present invention is implemented, with a part cut away.
【図4】(A)はその横断正面図、(B)は図4(A)
におけるIVB部の拡大図、(C)は図2(A)における
IVC部の拡大図、(D)は図4(C)のIVD−IVD線に
よる拡大部分断面図。
FIG. 4 (A) is a cross-sectional front view, and FIG. 4 (B) is FIG. 4 (A)
FIG. 2C is an enlarged view of the IVB portion in FIG.
FIG. 4D is an enlarged partial sectional view taken along line IVD-IVD in FIG. 4C.
【図5】この発明の第3実施形態の接合構造を実施した
複合箱桁を一部切除して示す部分斜視図。
FIG. 5 is a partial perspective view of a composite box girder implementing a joint structure according to a third embodiment of the present invention, partially cut away.
【図6】(A)はその横断正面図、(B)は図6(A)
におけるVIB部の拡大図、(C)は図6(A)における
IVC部の拡大図、(D)は図6(C)のVID−VID線に
よる拡大部分断面図。
6 (A) is a cross-sectional front view thereof, and FIG. 6 (B) is FIG. 6 (A).
FIG. 6C is an enlarged view of the VIB portion in FIG.
FIG. 6D is an enlarged view of an IVC part, and FIG. 6D is an enlarged partial cross-sectional view taken along the line VID-VID in FIG.
【図7】この発明の第4実施形態の接合構造を実施した
複合箱桁を示す縦断正面図。
FIG. 7 is a longitudinal sectional front view showing a composite box girder implementing a joint structure according to a fourth embodiment of the present invention.
【図8】この発明の第5実施形態の接合構造を実施した
複合箱桁を示す縦断正面図。
FIG. 8 is a longitudinal sectional front view showing a composite box girder implementing a joint structure according to a fifth embodiment of the present invention.
【図9】波形鋼製ウエブの上辺部の側面に対し連結部材
として頭付きスタッドを突設した例を示す部分斜視図。
FIG. 9 is a partial perspective view showing an example in which a stud with a head is provided as a connecting member on the side surface of the upper side of the corrugated steel web.
【図10】波形鋼製ウエブの上辺部側面に対し連結部材
として孔開き板体を突設した例を示す部分斜視図。
FIG. 10 is a partial perspective view showing an example in which a perforated plate is protruded as a connecting member from the upper side surface of the corrugated steel web.
【図11】波形鋼製ウエブの上辺部側面に対し連結部材
として孔開き板体を突設した別の例を示す部分斜視図。
FIG. 11 is a partial perspective view showing another example in which a perforated plate is protruded as a connecting member from an upper side surface of a corrugated steel web.
【図12】波形鋼製ウエブの上辺部側面に対し連結部材
として孔開き板体を突設した更に別の例を示す部分斜視
図。
FIG. 12 is a partial perspective view showing still another example in which a perforated plate is protruded as a connecting member from a side surface of an upper side portion of a corrugated steel web;
【図13】この発明の第6実施形態の接合構造を実施し
た複合箱桁を示す図で、(A)は一部を切除して示す部
分側面図、(B)は正面図。
FIGS. 13A and 13B are views showing a composite box girder in which the joint structure according to the sixth embodiment of the present invention is implemented, wherein FIG. 13A is a partial side view with a part cut away, and FIG.
【図14】図6の複合箱桁から取り外した波形鋼製ウエ
ブ及びそのウエブの上下辺部の側面に突設された板体
(連結部材)の拡大部分斜視図。
14 is an enlarged partial perspective view of a corrugated steel web removed from the composite box girder of FIG. 6 and a plate (connecting member) protruding from the side surfaces of upper and lower sides of the web.
【図15】第1実施形態の接合構造(図1及び図2参
照)についての施工工程における第1工程を示す正面
図。
FIG. 15 is a front view showing a first step in a construction step for the joint structure (see FIGS. 1 and 2) of the first embodiment.
【図16】その第2工程の正面図。FIG. 16 is a front view of the second step.
【図17】その第3工程の正面図。FIG. 17 is a front view of the third step.
【図18】その第4工程の正面図。FIG. 18 is a front view of the fourth step.
【図19】第2実施形態の接合構造(図3及び図4参
照)についての施工工程における第1工程を示す正面
図。
FIG. 19 is a front view showing a first step in a construction step for the joint structure (see FIGS. 3 and 4) of the second embodiment.
【図20】その第2工程の正面図。FIG. 20 is a front view of the second step.
【図21】(A)、(B)は、従来例1の断面図と詳細
部斜視図である。
21 (A) and (B) are a cross-sectional view and a detailed perspective view of a first conventional example.
【図22】(A)、(B)は、従来例2の断面図と詳細
部斜視図である。
FIGS. 22A and 22B are a cross-sectional view and a detailed perspective view of a second conventional example.
【符号の説明】[Explanation of symbols]
1 上段のコンクリート床版 1a 接合凸部 1b 張出し部 2 下段のコンクリート床版 2a ハンチ部 3 波形鋼製ウエブ 3a 上辺部 3b 下辺部 3c 稜 3d 谷部 4 中空部 5 連結部材 50 連結部材 6 鉄筋(配筋) 7 嵌込み凹部 8 ウエブ支保工 9 下型枠 10 型枠支保工 11 上型枠 12 波形鋼板ウエブ 13 フランジプレート 14 頭付きスタッド 15 コンクリート床版 16 接合棒鋼 17 孔 18 横鉄筋 DESCRIPTION OF SYMBOLS 1 Upper concrete floor slab 1a Joining convex part 1b Overhang part 2 Lower concrete floor slab 2a Haunch part 3 Corrugated steel web 3a Upper side 3b Lower side 3c Crest 3d Valley 4 Hollow 5 Connection member 50 Connection member 6 Rebar ( 7 Reinforcement recess 8 Web support 9 Lower formwork 10 Formwork support 11 Upper formwork 12 Corrugated steel web 13 Flange plate 14 Headed stud 15 Concrete floor slab 16 Joining steel bar 17 Hole 18 Horizontal rebar

Claims (7)

    【特許請求の範囲】[Claims]
  1. 【請求項1】 上下並行なコンクリート床版と両側の鋼
    製ウエブとから成るプレストレス導入方式の複合箱桁に
    おいて、各鋼製ウエブの上下辺部の内側面又は外側面に
    横方向に向け多数の連結部材を突設し、上下のコンクリ
    ート床版は両側の鋼製ウエブの上下辺部の内側面又は外
    側面に対し前記連結部材を介して接合したことを特徴と
    する複合箱桁におけるコンクリート床版と鋼製ウエブの
    接合構造。
    1. A prestress-introduced composite box girder comprising a vertically slab concrete slab and steel webs on both sides, a large number of steel webs extending laterally on the inner or outer side of the upper and lower sides. A concrete floor in a composite box girder, wherein the upper and lower concrete slabs are joined to the inner side or outer side of the upper and lower sides of the steel webs on both sides via the connecting member. Joint structure between plate and steel web.
  2. 【請求項2】 前記鋼製ウエブが波形鋼板からなる請求
    項1記載の複合箱桁におけるコンクリート床版と鋼製ウ
    エブの接合構造。
    2. The joint structure between a concrete slab and a steel web in a composite box girder according to claim 1, wherein said steel web is made of a corrugated steel plate.
  3. 【請求項3】 鋼製ウエブに突設する連結部材を棒体と
    し、それらをコンクリート床版に埋設することにより、
    コンクリート床版と鋼製ウエブとを接合したことを特徴
    とする請求項1または2記載の複合箱桁におけるコンク
    リート床版と鋼製ウエブの接合構造。
    3. A connecting member projecting from a steel web is formed as a rod, and the rod is buried in a concrete slab.
    The joint structure between a concrete slab and a steel web in a composite box girder according to claim 1 or 2, wherein the concrete slab and the steel web are joined.
  4. 【請求項4】 鋼製ウエブに突設する連結部材を板体と
    し、それらをコンクリート床版に埋設することにより、
    コンクリート床版と鋼製ウエブとを接合したことを特徴
    とする請求項1または2記載の複合箱桁におけるコンク
    リート床版と鋼製ウエブの接合構造。
    4. A connecting member protruding from a steel web is formed into a plate body and embedded in a concrete floor slab.
    The joint structure between a concrete slab and a steel web in a composite box girder according to claim 1 or 2, wherein the concrete slab and the steel web are joined.
  5. 【請求項5】 鋼製ウエブに突設する連結部材を板体と
    し、それらの板体を波形鋼製ウエブの取付側面に、該波
    形鋼製ウエブの谷部における稜に対し傾斜させるように
    して設けたことを特徴とする請求項4記載の複合箱桁に
    おけるコンクリート床版と鋼製ウエブの接合構造。
    5. A connecting member projecting from a steel web is formed as a plate, and the plate is inclined to a mounting side of the corrugated steel web with respect to a ridge at a valley of the corrugated steel web. 5. The joint structure between a concrete slab and a steel web in the composite box girder according to claim 4, wherein the composite slab is provided.
  6. 【請求項6】 連結部材を孔開き板体としたことを特徴
    とする請求項1乃至5のいずれかに記載の複合箱桁にお
    けるコンクリート床版と鋼製ウエブの接合構造。
    6. The joint structure between a concrete slab and a steel web in a composite box girder according to claim 1, wherein the connecting member is a perforated plate.
  7. 【請求項7】 波形鋼製ウエブの谷部に連結部材として
    の板体を突設し、少なくもそれらの板体の上面又は下面
    と鋼製ウエブの谷部とが形成する嵌込み凹部に上段又は
    下段のコンクリート床版の一部と一体的に嵌め込むこと
    により、コンクリート床版と鋼製ウエブとを接合したこ
    とを特徴とする請求項2記載の複合箱桁におけるコンク
    リート床版と鋼製ウエブの接合構造。
    7. A plate as a connecting member is projected from a valley of a corrugated steel web, and an upper step is formed at least in a fitting recess formed by the upper or lower surface of the plate and the valley of the steel web. 3. The concrete floor slab and the steel web in the composite box girder according to claim 2, wherein the concrete floor slab and the steel web are joined by integrally fitting with a part of the lower concrete slab. Joint structure.
JP25846899A 1999-09-13 1999-09-13 Joint structure of concrete slab and steel web in composite box girder Expired - Fee Related JP3623899B2 (en)

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